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1998, 11-23 Permit App: 98011938 ResidenceProject Number: 98011938 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: ................. Permit Use: RESIDENCE/ATTACHED GARAGE - FORCED AIR GAS Setbacks: Front 30 Left: / Right: Rear: 20+ 5 Date: 11/23/98 Page 1 of 3 Site Information: Plat Key: 003865 Name: RIDGEMONT ESTATES NO. 3 Contact: CARNEY EXCAVATION & D Address: 2150 N SAGE RD C - S - Z RITZVILLE WA 99169 Phone: (509) 659-4202 District: F Parcel Number: 45252.3302 L- SiteAddress: 16106 E RENZ DR Owner: Name: VERADALE, WA USA 9903 Address: Location:: VER Zoning: UR 3.5 Urban Residential 3.5 Water District: Area: 14,651 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Department BUILDING Depth: 0 BARKLEY, SCOTT & LISA 16106 E RENZ DR VERADALE WA 99037 Hold: 0 Right Of Way (ft): 0 Comments: MIMING Comments: INFER Comments: UT1LMES Comments: Permits: Review Site Plan Review Plan Review Approach / Drainage // l a3 jqe PAM 917 Sewer Review Project Number: 98011938 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/23/98 Page 2 of 3 Contractor: CARNEY EXCAVATION & DEV IN Address: 2150 N SAGE RD RITZVILLE, WA 99169 Building Characteristics Building Permit Firm: CARNEY EXCAVATION & DEV IN Phone: (509) 659-4202 Const Category: New Nbr Of Dwellings: 1 Occupant Load: Bldg W x D: 66 x 32 Building Sq Ft: Req Parking: 0 Handicap Parking: Description Gtr Tile Notes 2ND FLOOR R-3 VN BASEMENT U R-3 VN DECK R-3 VN GARAGE U-1 VN RESIDENCE R-3 VN Item Description RESIDENTIAL VALUATION STATE SURCHARGE RESIDENTIAL SURCHARGE 0 Building Height: 24 Stories: 2 3078 Sprinklers: 0 0 Critical Materials: 0 This Application: Total Project: So Ft Valuation So Ft Valuation 1,038 864,356.00 1,038 864,356.00 1,020 811,791.20 1,020 811,791.20 192 81,413.12 192 51,413.12 834 810,008.00 834 810,008.00 1,020 863,240.00 1,020 863,240.00 Totals: 4,104 8150,808.32 4,104 8150,808.32 Units Unit Desc 1 Y OR BLANK 1 Y OR BLANK 1 Y OR BLANK Fee Amount 81,150.00 54.50 8253.00 Permit Total Fees: 81,407.50 Mechanical Permit Contractor: CARNEY EXCAVATION & DEV IN Address: 2150 N SAGE RD RITZVILLE, WA 99169 Item Description GAS WATER HEATER GAS APPLIANCE<=100,000BTU GAS PIPING AIR CONDmONER:4-15 TONS VENTILATING FANS GAS LOG OR GAS INSERT Firm: CARNEY EXCAVATION & DEV IN Phone: (509) 659-4202 Units Unit Desc 1 NUMBER OF 1 NUMBER OF 3 # OF UNITS 1 NUMBER OF 5 NUMBER OF 1 NUMBER OF Fee Amount 810.00 812.00 83.00 820.00 850.00 810.00 Permit Total Fees: 8105.00 Project Number: 98011938 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/23/98 Page 3 of 3 Plumbing Permit Contractor: CARNEY EXCAVATION & DEV IN Address: 2150 N SAGE RD RITZVILLE, WA 99169 Item Description TOILETS/BIDETS SINKS SHOWERS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER FLOOR DRAINS CROSS CONNECTION DEVICES WATER USING DEVICES Payment Summarv: Operator: RMB Permit Type Building Permit Mechanical Permit Plumbing Permit Notes: nits 4 6 1 3 1 1 1 1 1 2 Printed By: RMB Firm: CARNEY EXCAVATION & DEV IN Phone: Unit Desc NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF Permit Total Fees: (509) 659-4202 Fee Amount 824.00 836.00 86.00 818.00 86.00 86.00 86.00 $6.00 86.00 812.00 8126.00 Print Date: 11/23/98 Fee Amount Invoice Amount 81,407.50 81,407.50 8105.00 8105.00 8126.00 8126.00 81,638.50 81,638.50 Amount Paid 80.00 $0.00 80.00 80.00 Amount Owing 81,407.50 8105.00 8126.00 81,638.50 OK TO ISSUE SEWER PERMITS PER BILLY 5/17/95 CKF 13r-, ZONE (,r. ROAD WIDTH C� C FRONT__._ _,FLANKING_ COMMENT REVIEWED SS N DEPARTMENT OF BUILDING AND PLANNING JAMES L. MANSON, C.B.O., DIRECTOR Carney Excavation and Development Inc. 2150 N. Sage Road Ritzville WA. 99169 RE: 16106 East Renz Dr. Dear Mr. Dale Carney A DIVISION OF THE PUBLIC WORKS DEPARTMENT DENNIS M. SCOTT, P.E., DIRECTOR December 15, 1998 This letter is in regards to this departments concerns of the ascending slope that is behind the proposed residence at the above referenced address. Section 1806.5 of the 1997 Uniform Building Code addresses the requirements for building adjacent to slopes. (copy enclosed) The ascending slope on this lot appears to be at least 1 unit vertical in 3 units horizontal and may be steeper than 1 vertical to 1 horizontal. The actual slope will need to be verified by survey to determine where the toe of the slope will be measured from. I have also enclosed two illustrations to help clarify the code requirements for the amount of horizontal ground that must exist between the foundation and the beginning of the slope. With the amount of excavation and retaining structures that may need to be built into the side of this hill, this department is requesting that a licensed engineer evaluate and design the required cuts and retention to satisfy the intent of the code. Per our discussion and at your risk, the pouring of the footings according to the existing plans will be the only work allowed on this site until an engineer's report is submitted to this department for review. If the engineer's findings require additional footing or foundation work due to the requirements of the site work, the present footing may be inadequate and may have to be replaced. If you have any questions regarding this matter, please contact me or Bobby Stone at 456-3675. Sincerely, Kevin Myre, Cods Administrator cc. Bobby Stone, Area Building Inspector and Frank Paladichuk, Senior Inspector 1026 WEST BROADWAY AVENUE • SPOKANE, WASHINGTON 99260 BUILDING PHONE: (509) 456-3675 • FAX: (509) 456-4703 PLANNING PHONE: (509) 456-2205 • FAX: (509) 456-2243 TDD: (5091 324-3166 1 1 1 1 1804.6 Adjacent Loads. Where footings are placed at varying elevations, the effect of adjacent Toads shall he included in the foundation design. 1804.7 Drainage. Provisions shall be made for the control and drainage of surface water around buildings. (See also Section 1806.5.5.) SECTION 1805 — ALLOWABLE FOUNDATION AND LATERAL PRESSURES The allowable foundation and lateral pressures shall not exceed the values set forth in Table I8 -I -A unless data to substantiate the use of higher values arc submitted. Table 18 -I -A may be used for design of foundations on rock or nonexpansive soil for Type II One-hour, Type I1 -N and Type V buildings that do not exceed three stories in height or for structures that have continuous foot- ings having a Toad of less than 2.000 pounds per lineal foot (29.2 kN/m) and isolated footin,s with Toads of less than 50,000 pounds (222.4 kN). Allowable hearing pressures provided in Table 18 -I -A shall be used with the allowable stress design load combinations specified in Section 1612.3. SECTION 1806 — FOOTINGS 1806.1 General. Footings and foundations shall be constructed of masonry, concrete or treated wood in conformance with Divi- sion II and shall extend below the frost line. Footings of concrete and masonry shall be of solid material. Foundations supporting wood shall extend at least 6 inches (152 mm) above the adjacent finish grade. Footings shall have a minimum depth as indicated in Table 18-1-C. unless another depth is recommended by a founda- tion investigation. The provisions of this section do not apply to building and foun- dation systems in those areas subject to scour and water pressure by wind and wave action. Buildings and foundations subject to such loads shall be designed in accordance with approved national standards. See Section 3302 for subsoil preparation and wood form removal. 1806.2 Footing Design. Except for special provisions of Sec- tion 1808 covering the design of piles, all portions of footings shall be designed in accordance with the structural provisions of this code and shall he designed to minimize differential settlement when necessary and the effects of expansive soils when present. Slab -on -grade and mat -type footings for buildings located on expansive soils may be designed in accordance with the provi- sions of Division 1II or such other engineering design based on geotechnical recommendation as approved by the building offi- cial. 18063 Bearing Walls. Bearing walls shall be supported on ma- sonry or concrete foundations or piles or other approved founda- tion system that shall be of sufficient size to support all loads. Where a design is not provided. the minimum foundation require- ments for stud tearing walls shall be as set forth in Table 18 -I -C, unless expansive soils of a severity_ to cause differential move- ment are known to exist. EXCEPTIONS: 1..A ,re -stop wood- or metal -frame building not used for hcian occupancy and not over 400 square feet (37.2 m2) in floor area mal. he construc:a with walls supported on a wood founda- tion plate Nen approved rhe building official. 2. The sort of build:-,-. he posts embedded in earth shall be de- signed as st hied in Scc_:.'o ISt'.5. Wood posts or poles embedded 1-170 1997 UNIFORM BUILDING CODE in earth shall he pressure treated with an approved presen alive. Steel posts or poles shall he protected as specified in Section (507.9. 1806.4 Stepped Foundations. Foundations for all buildings where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal (109 slope) shall be level or shall he stepped so that both top and bottom of such foundation are level. 1806.5 Footings on or Adjacent to Slopes. 1806.5.1 Scope. The placement of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3% slope) shall be in accordance with this section. 1806.5.2 Building clearance from ascending slopes. In gener- al. buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage. erosion and shallow failures. Except as provided for in Section 1806.5.6 and Figure 18-1-1, the following criteria will be assumed to provide this protection. Where the existing slope is steeper than 1 unit ver- tical in 1 unit horizontal (100% slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees to the horizontal. Where a retaining wall is constructed at the toe of the slope. the height of the slope shall be measured from the top of the wall to the top of the slope. 1806.53 Footing setback from descending slope surface. Footing on or adjacent to slope surfaces shall be founded in firm material with an embedment and setback from the slope surface sufficient to provide vertical and lateral support for the footing without detrimental settlement. Except as provided for in Section 1806.5.6 and Figure 18-1-1, the following setback is deemed ad quate to meet the criteria. Where the slope is steeper than 1 unit vertical in 1 unit horizontal (100% slope), the required setback shall be measured from an imaginary plane 45 degrees to the hori- zontal, projected upward from the toe of the slope. 1806.5.4 Pools. The setback between pools regulated by this code and slopes shall be equal to one half the building footing set- back distance required by this section. That portion of the pool wall within a horizontal distance of 7 feet (2134 min) from the top of the slope shall be capable of supporting the water in the pool without soil support. 1806.5.5 Foundation elevation. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage de-' vice a minimum of 12 inches (305 mm) plus 2 percent. The build- ing official may approve alternate elevations, provided it can be; demonstrated that required drainage to the point of discharge and. away from the structure is provided at all locations on the site. 1806.5.6 Alternate setback and clearance. The building offi- cial may approve alternate setbacks and clearances. The building" official may require an investigation and recommendation of a' qualified engineer to demonstrate that the intent of this section has been satisfied. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and ero- sion characteristics of slope material. 1806.6 Foundation Plates or Sills. Wood plates or sills shall be bolted to the foundation or foundation wall. Steel bolts with a minimum nominal diameter of I/, inch (12.7 mm) shall be used in Seismic Zones 0 through 3. Steel bolts with a minimum nominal diameter of inch (16 mm) shall be used in Seismic Zone 4. Bolts shall be embedded at least 7 inches (178 mm) into the con- crete or masonry and shall be spaced not more than 6 feet (1829 mm) apart. There shall be a minimum of two bolts per piece with one bolt located not more than 12 inches (305 mm) or less than seven bolt diameters from each end of the piece. A properly sized 1 J r f1V1111 VI 1Mr 1 Gll 10 • ///h\\/// 1-176 FACE OF STRUCTURE TOE OF SLOPE TOP OF SLOPE H/2 BUT NEED NOT EXCEED 15 FT. (4572 mm) MAX. FIGURE 18 -1 -1 -SETBACK DIMENSIONS lout UIYIru,iM OU11-UIPIU LA -WE 4(77FACE OF FOOTING • /// W/// H/3 BUT NEED NOT EXCEED 40 FT. (12 192 mm) MAX. H SEE UBC FIGURE 18-1-1 TOE OF SLOPE H \\" / 45 DEGREES \\' ELEVATION OF TOP OF FOOTING BUILDINGS ADJACENT TO ASCENDING SLOPE EXCEEDING 1 TO 1 FIGURE 1806-4 TOP OF SLOPE f // SEE UBC FIGURE 18-1-1 45 DEGREES FROM HORIZONTAL BUILDINGS ADJACENT TO DESCENDING SLOPE EXCEEDING 1 TO 1 FIGURE 1806-5 i Hahn Engineering, Inc. Professional Engineers and Land Surveyors North 8623 Division Street • Suite B Spokane, Washington 99208 (509) 467-1550 FAX (509) 467-8189 /Po (,' rte'V Z exi VE July 23, 1999 Mr. Bob Stone Division of Building and Planning Spokane County Public Works 1026 W. Broadway Aire_ Spokane, WA 99260-0170 RE: RETAINING WALL DESIGN (16106 E. RENZ DRIVE) Dear Bob: RECEIVED SPOKANE COUNTY JUL 2 6 1999 DIVISION OF !3UILDING ANO PLANNING This letter is in regards to the retaining wall that was constructed by Carney Excavation at 16106 E. Renz Drive. Our firm conducted a field inspection of the constructed wall on July 23, 1999 and has found that the constructed wall has met the intent of the design. Therefore, I would ask that you accept this letter as my approval of the as -built wall. If you have any additional comments or questions, please feel free to contact me. Very truly yours, HAHN ENGINEERING, INC. Ran ell G. Hahn, P.E. President CC: Kevin Meyer Carney Excavation Carney Excavation- Bob Stone Letter/Carneyletter/ 07/23/99 01/25/1999 12:37 5099282458 PAGE 01 fit° CARNEY E ca ON &50 o aOPMU INC, �Ti11 Lei �M4� N1M ph „se : 5 0 - 66N 41a.02. FAX COVER SHEET HATE: ATT N: / // .) 471y UOMPANt: 5 ,41.0Iypc, Co . w i6CNB °f - ipIc.#4U T FAX N!1.: [" 5—of-S6- 4' � �a.3 TOTAL PAtiks INCLUIJIN(; t:'.i►'Nk 1HI.'.i: 1c2 - MES SAGE a�ri� Qu. Ivy ICiNEI�! 01/25/1999 12:37 5099282458 CARNEY EXCAVATION KEYSTONE WALL DESIGN ANALYSIS homede.rep PAGE 02 r r 1 i r i l 01/25/1999 12:37 5099282458 • 12/22/1998 13:26 5099282458 el a '74,, • Lot a Or 441slowd UJA( SS' 41.00giv y 6a.11. i-` 1 i i 1 1 • -Awn -,�, �---._ 75 \Z•2►1 �r • ri 8' Carney &COGS /Da1 PAGE 03 01/25/1999 12:37 5099282458 KEYSTONE WALL DESIGN ANALYSIS YMlat 104 The Structural soils for the Keystone wall will be a mixture of imported 5/8 inch minus crushed gravel and native on-site fill with the following design parameters: Unit Weight = 120 #/C.FT. Internal Angle of Friction = 30 Degrees Load Condition a None No Hydrostatic Loading Soil Bearing Capacity m 2,500 PSF Cohesion = 0 Factors of Safety: Base Sliding = 1.5 Overturning a 2.0 Geogrid Strength = 1.5 Geogrid Pullout = 1.5 01/25/1999 1 l r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12:37 5099282458 PAGE b5 rmwa INK • __ EMI 10 oMM WOW a/C4410 TYPICAL 1411 SECTION WIER 1) SCUM MN MC 70 IMOD" ImoY JO Al CCIIIIWKW Mb MUMS IOW NV wi L0011. NO CM 01131102MIL COIIPVTED RASP COURRF ILUIIN ENGINEERING NORM 1(23 d DIVISION SPOSANS. FA. •uoa (soy) 40? -ISS( PtZ (U ) 4Ir-4111 SC,M.E pet DATE DRAWN rt cut 1/,/1111/1. PRJ. NAME CARNEY CONSTRUCTION CHECKED 81' Rail APPROVED BY RAUL 16106 E. RENZ DR. PAGE 06 01/25/1999 12:37 5099282458 WALL PE 1 SPECIFICATIONS FOR PLACEMENT OF HUESKER GEOGRIDS, KEYSTONE BLOCKS AND BACKFILL SOILS FOR HUESKER REINFORCED RETAINING WALLS 1.0 1.1 MATERIALS FILL SOILS 1.1.1 FILL CONTAINING BRUSH, SOD, PEAT, ROOTS OR OTHER ORGANIC, PERISHABLE OR DELETERIOUS MATTER, INCLUDING, BUT NOT LIMITED TO SNOW, ICE OR FROZEN SOILS, SHALL BE CONSIDERED UNSUITABLE MATERIAL AND SHALL BE REPLACED. 1.1.2 SOIL FILL MATERIAL SHALL BE IMPORTED SOILS WITH PARAMETERS EQUAL TO OR BETTER THAN THOSE STATED IN NOTE 6.1. 1.1.3 MATERIAL PASSING THE NO. 200 SIEVE SHALL NOT HAVE A LIQUID LIMIT GREATER THAN 30 NOR A PLASTICITY INDEX GREATER THAN 20 UNLESS WRITTEN CONSENT IS OBTAINED FROM THE ENGINEER OF RECORD PRIOR TO PLACEMENT. 1.1.4 FILTER MATERIAL FOR UNITS AND SUBSURFACE DRAINAGE SHALL BE GRAVELS OR CRUSHED ROCK WITH LESS THAN 5% FINES. 1.2 GEOGRID REINFORCING SHALL BE HUESKER FORTRAC-35. 1.3 FACING UNITS SHALL BE KEYSTONE COMPAC BLOCK UNITS. 1.3.1 INSTALLATION OF KEYSTONE FACING UNITS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS, KEYSTONE RETAINING WALL SYSTEMS, INC., MINNEAPOLIS, MINNESOTA. 2.0 CONSTRUCTION MjETHQDS 2.1 ALL CONSTRUCTION SHALL CONFORM TO AASHTO STANDARD SPECIFICATIONS, AND APPLICABLE LOCAL CITY OR COUNTY STANDARDS. 2.2 PRIOR TO CONSTRUCTION OF THE KEYSTONEJTENSAR REINFORCED SOIL RETAINING WALL, THE CONTRACTOR SHALL CLEAR AND GRUB specskey.doc PAGE 07 01/25/1999 12:37 5099282458 THE FILL ZONE AREA, REMOVING TOPSOILS, BRUSH, SOD OR OTHER ORGANIC OR DELETERIOUS MATERIALS. ANY SOFT AREA SHALL BE OVER -EXCAVATED AND REPLACED PRIOR TO PLACING ADDITIONAL FILL SOILS. 2.3 FILL SHALL BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 8 INCHES IN UNCOMPACTED THICKNESS FOR HEAVY COMPACTION EQUIPMENT. FOR ZONES WHERE COMPACTION IS ACCOMPLISHED WITH HAND OPERATED EQUIPMENT, FILL SHALL BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 6 INCHES IN UNCOMPACTED THICKNESS. 2.4 FILL SHALL BE COMPACTED AS SPECIFIED BY PROJECT SPECIFICATIONS OR TO A MINIMUM 95% OF THE MAXIMUM DENSITY DETERMINED IN ACCORDANCE WITH ASTM D-698 (STANDARD PROCTOR DENSITY), WHICHEVER IS GREATER 2.5 TESTING METHODS AND FREQUENCY, AND VERIFICATION OF MATERIAL SPECIFICATIONS AND COMPACTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 2.6 CONSTRUCTION SHALL BE PERIODICALLY SUPERVISED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. 3.0 GEOGRID PLACEMEN' 3.1 GRID SHALL BE PLACED AT THE LOCATION AND ELEVATIONS SHOWN ON THE WALL SECTIONS. 3.2 GRID LENGTH SHALL BE AS LISTED FOR EACH RESPECTIVE WALL SECTION. REINFORCED FILL ZONE LENGTH IS AS MEASURED FROM THE FRONT FACE OF THE KEYSTONE UNIT FACE. 3.3 GRID SHALL BE ATTACHED FIRMLY BETWEEN THE KEYSTONE BLOCK SECTIONS OVER THE TWO FIBERGLASS CONNECTING PINS. 3.4 PRIOR TO PLACING FILL, THE GEOGRID MATERIALS SHALL BE PULLED TIGHT TO REMOVE ANY SLACK IN THE GEOGRIDS AND REMOVE ANY SLACK AROUND THE CONNECTING PINS. 3.5 FILL MATERIALS SHALL BE PLACED FROM THE BACK FACE OF THE BLOCK BACK TOWARDS THE FILL TO ENSURE FURTHER TENSIONING OF THE GEOGRID MATERIALS. specskey.doc 01/25/1999 12:37 5099282458 PAGE 08 3.6 INSTALLATION OF HUESKER GEOGRID SHALL BE INSTALLED PER _ MANUFACTURERS RECOMMENDATIONS. 4.0 CHANGES TO GEOG JD LAYOUT OR PLACEMENT 4.1 NO CHANGES TO THE GEOGRID LAYOUT, INCLUDING, BUT NOT LIMITED TO, LENGTH, GEOGRID TYPE, OR ELEVATION, SHALL BE MADE WITHOUT THE EXPLICIT WRITTEN CONSENT OF HAHN ENGINEE UNG, INC. THE CONTRACTOR MAY USE LONGER GEOGRID LENGTHS THAN THE DESIGN SECTIONS REQUIRE FOR EASE OF CONSTRUCTION. 5.0 DRAINAGE 5.1 BACKFILL SHALL BE GRADED AWAY FROM THE WALL FACE AND ROLLED AT THE END OF EACH WORKDAY TO PREVENT PONDING OF WATER ON SURFACE OF THE REINFORCED SOIL MASS. 6.0 DESIGN PARAMEIRS 6.1 DESIGN OF THE REINFORCED SOIL STRUCTURE IS BASED ON THE FOLLOWING PARAMETERS: FRICTION COHESION, UNIT ANGLE. 4 _ WT. REINFORCED WALL FILL 30 0 120 RETAINED BACKFILL 30 0 120 FOUNDATION SOIL 30 0 120 6.2 INTERNAL STABILITY OF WALLS: MINIMUM FACTOR OF SAFETY ON GEOGRID STRENGTH = 1.5 MINIMUM FACTOR OF SAFETY ON GEOGRID PULLOUT = 1.5 SOIL GEOGRID INTERACTION COEFFICIENT = 0.9 PERCENT COVERAGE OF GEOGRID = 0.9 specskey.doc HAUL ci 01/25/1999 12:37 5099282458 6.3 EXTERNAL STABILITY: MINIMUM FACTOR OF SAFETY AGAINST BASE SLIDING =1.5 MINIMUM FACTOR OF SAFETY AGAINST OVERTURNING = 2.0 6.4 EXTERNAL LOADING: LOAD CONDITION: NONE 6.5 HYDROSTATIC LOADING: NONE 6.6 REQUIRED BEARING PRESSURE: 1,500 PSF specskey.doc 01/25/1999 12:37 5099282458 SPECIAL ENGINEER'S NOTES: PAGE 10 ALL DRAINAGE IS REQUIRED TO BE ROUTED AWAY FROM THE TOP OF THE WALL SYSTEM. NO RUNOFF IS ALLOWED TO OVERTOP OR SPILL OVER THE TOP OF WALL. IRRIGATION APPLICATION IS CRITICAL AND PROPER DESIGN IS REQUIRED. MINIMUM DESIGN STANDARDS ARE AS FOLLOWS: APPLICATION RATE SHALL NOT EXCEED THE MAXIMUM INTAKE RATE OF THE SOIL. APPLIED VOLUME SHALL NOT EXCEED THE PLANT DAILY CONSUMPTIVE USE. THIS DESIGN DOES NOT ALLOW FOR HYDROSTATIC LOADS RESULTING FROM EXCESSIVE WATER LOADING BEHIND THE WALL SECTION. IF WET OR SATURATED SOIL CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION, THE ENGINEER OF RECORD MUST BE NOTIFIED PRIOR TO .PROCEEDING WITH FURTHER CONSTRUCTION. NO ANALYSIS FOR STRUCTURAL IMPACTS TO ADJACENT BUILDINGS OTHER THAN THE BUILDINGS INFLUENCE ON THE WALL SYSTEM, HAS BEEN COMPLETED AND IS THE RESPONSIBILITY OF THE OWNER AND OR ARCHITECT. NO CHANGES TO THESE PLANS SHALL BE ALLOWED WITHOUT PRIOR APPROVAL FROM HAHN ENGINEERING, INC. THESE PLANS ARE SUBJECT TO ALL LOCAL, STATE AND FEDERAL CODES AND SAFETY STANDARDS. specskey.doc 01/25/1999 12:37 5099282458 • PAGE 11 page of 70CZST0Z Z nsT11INING BALL o>cS2GN Basad on Rankin.-w/Batter (modified soil interface) Methodology KeyWall Ver lb, Oct 1, 1117 ReyStone Retaining Wall Systems Project: CARNEY CONSTRUCTION Proj. No.: 5614765 Design Parameters Soil Parameters a nsf _JCI Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 30 0 120 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties 1.50 Connection Peak: 1.50 Date: 1/6/91 By: RGH Bearing: 2.00 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tult ,REcr RFd RFid LTDS FS Tal _ -SSW-- For trac-35 cSWFortrac-35 2516 1.17 1.12 1.05 1320 1.50 662 0.10 0.95 Analysis: 6 FT WALL W/ 2 FT EMBEDMENT Unit Type: COMPAC Leveling Pad: Crushed Stone Wall Ht: 6.00 ft embedment: 2.00 ft BackSlope Geometry: 21.10 deg. slope 20.00 ft high Surcharge: LL -0 psf uniform surcharge )L -- 0 psf uniform surcharge Results: Sliding. Overturning Bearing Shear gra Factors of Safety: 1.55 3.15 6.24 5.40 4.51 Calculated Bearing Pressure: 1263 psf Eccentricity at baso: 0.22 ft Reinforcing: (ft a lbs/ft) Laver Height Lenpth Reinf. 1a1 Maxi= Tconn Lion 3 1.00 7.00 Fortrac-35 363 211 383 s 7.61 2 4.00 7.00 Fortrac-3S 411 375 499 s 7.14 1 2.00 7.00 Fortrac-35 115 407 615 $ FS>10 Reinforcing Quantities (no waste included)( Efficiency= 60% ) Fortrac-35: 2.33 sy/ft Wall Batter! 7.10 deg. Keystone Retaining Wall Systems, Inc. 4444 West 76th Street Minneapolis, MN 55435 01/25/1999 12:37 5099282458 page of AZYSTCSIA MAIMING WALL =BIM Basad on Rankin.-w/Batter (modified soil interface) Methodology KayWall Ver 1b, Oct 11 1117 KeyStone Retaining Wall Systems Project: CARNEY CONSTRUCTION Proj. No.: 76)4785 Design Parameters Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 30 Reinforce Fill Type= Silts a sands Unit Fill: Crushed Ston., 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: Reinforcing Parameters: Huesker 6eogrids Tult RFcr RFd ,(Fid LT)S fortrac-35 2516 1.67 1.32 1.05 1320 120 120 120 2.00 1.50 1.50 Date: 1/6/11 By: RGH Bearing: 2.00 Serviceabili1.00 FS Tal 1.50 662 0.90 0.15 Analysis: 10 FT WALL W/ 2 FT EMBE)MENT Unit Type: COMPS( Leveling Pad: Crushed Stone Wall Ht: 10.00 ft embedment: 2.00 ft BackSlope Geometry: 26.60 deg. slope 20.00 ft high Surcharge: LL -0 psf uniform surcharge )L -- 0 psf uniform surcharge Results: Sliding pverturning Factors of Safety: 1.60 3.71 Calculated Bearing Pressure: 1611 psf Eccentricity at base: 0.26 ft Reinforcing: (ft 1 lbs/ft) Laver Haight Lana = R.inf. Tal Tension Tconn Foo 4 6.00 1.00 Fortrac-35 363 211 383 * FS>10 3 6.00 1.00 Fortrac-35 419 37S 499 * FS>10 2 4.00 1.00 Fortrac-35 615 563 615 * FS)10 1 2.00 1.00 fortrac-35 722 667 722 * FS>10 Reinforcing Quantities (no waste included)( Efficiancy■ 70% ) fortrac-35: 4.00 sy/ft Wall Batter: 7.10 deg. lamina Shear 9lAdina 7.65 3.66 4.51 Keystone Retaining Wall Systems, Inc. 4444 West 76th Street Minneapolis, MN 55435 ___________ .. � ...— 98011941 CARNEY CA a iN & DEV SEWER- CONNECTION- RIDGkk&�ESTATES NORTH3RD A D .... 98011938 Mi CARNEY EXCAVATION& DEV } m }RESIDENCE/ATTACHED GARAGE - FORCED AIR GAS ar ma